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Y5G(P Is= C7 (c1i 5c G .,5 S2_. rotet, Cs-l� • AND CP0p6 PURVEYORS of SWEETNESS WASHINGTON SQUARE, 9642 SW WASHINGTON SQUARE RD, TIGARD, OR 97223 - SPACE G12 STRUCTURAL CALCULATIONS FOR STOREFRONT FRAMING 41 ROBERT , FECHTMEISTER14 OMAHA, • NEBRASKA 5 1: 0 ir • .44 41,#: B 9-15-15 • • 0, �` ,t a p s:e •,LST , i t sT a r 13ar� a� z. tat =� 4,3 Ax:.. • 0 — c+ -t 3,cs1Z) m 3 tot r = ". � i�: <.�a aa? Lik t� • s 0,') `"''ra ` :.s",X• �,- �$ `tea n./4, , .fit (1" .' 5VAc.€, $t)s,0,4•G.q qvt; - 5.•5,,kA, tam Pub tvv y „ 43 iM -- ,-g., t y • ,'fin r.• i E : 5 A "D0,07, :. Sf 1 'ad $d.Y ,t;'c'�`.'•l,..t.,,s tea lOC' `TsJ a '•,k ' ?F i,Z % ovte co7.5 1$2-0 • • • • ra, Mc w 3, .. ' 1a ip t Co L, 't a • 4- "cb'h`_ s,3 x.n� s;f,?ac.i �3,i� Zr„S G.1. '3i eS �A'`.AtE ;.. S' �.4F,.lc..d:"a�e?� ';"cata 3-5/8'METAL STUD WITH 5j8"Ohe WALL--� '0 •TGG TO FURNISH AND INSTALL 3/4"BLACK REVEAL AT BOTH NEUTRAI.PIERS,TYP. 1. 3-5/8" METAL STUD MRTH 5/8"GWB PIER M1 •E UST NEUTRAL PIER 3-5/8"METAL STUD WITH 5/8"GWB WALL— `i .j 7'-3' J1_3 , 9'-3" 1'-3" 7'>-3" / 1.-6k 1'-3' Sam Ucman From: BNiemeyer@metrodoor.com Sent: Thursday, September 03,2015 2:28 PM To: Trevor Huffaker Cc: LDAndrea@metrodoor.com; Sam Ucman Subject: Re: 395-008 l.olii& Pops(South Center WA) -Overhead Grille 625 lbs Thank you, Brian Niemeyer Senior Project Manager 3500 Sunrise Highway Building 100 Suite 210 Great River, NY 11739 Phone (800) 669-3667 x 653: Cell (516) 810-2466: Fax (866) 305-9843 BNiemeyerlametrodoor.com NierreyerB ci cintas.com HO „, A Div4SPOA or deck http://www.metrodoor.comitivelcome.htfni I his e-mail transmission contains information that is.: intended to be ronfbcknt€al and f'ri itege 1. if you receive thine-mail and you are not a named addrcssec. you are hereby notified that you are not authorized to read, pont, retain,copy or di<.:eminate tEris communication srithout the eanrent of the render and that doing so is prohibited and may t;e unia:+riul Pirarea reply to the message immediately by informing the s.<nder that the message ;was misdirected. After repll'tng, please delete and other.vise erase_it and any attachments from your computer system.Your a ist.ance in correcting this error is appreciated, Trevor Huffaker<thuffakerrkpe-inc.com> To Brian Niemeyer/NYJMetroDoor@MetroDoor cc Lyndsay lYAndrea/NY/MetroDoor©MetroDaor,Sam Ucman<sucman(o koe-inc.corn> 09/03/2015 03:21 PM Subject 395-008 LoIli&Pops(South Center WA)-Overhead Grille Brian/Andrea— Can either of you tell me actual weight of the overhead door/hood for the Model v36 with Texan?The opening is 8'-0" wide x 10'-0"tall.The grille will be manual.We need this to finalize some seismic calcs. Trevor Huffaker, AtA Built Environment ExpertKPE . 3le Hay Road#'321 • Des Moines,IA50310 515 850 254Mer-2925 affice 402-403-6416 direct _ 1huffakerQkpe.inc.corn ENGINEERS.ARCHITECTS Visit kpe-inc corn for email dLLciaimer FORENSIC EXPERTS Bellevue Bismarck • Davenport Des Moines Omaha 1 • 2007 NASPEC [AISI S100-2007] _ Project: L&P Storefront Date: 9/1 012 01 5 Model: Boxed Header-Vert �& `: "" §` o .�'`� •`k, Unif Ld Ibift TRI 8.25 ft Section : (2)600S162-54 Boxed C Stud (X-XAxis) Fy= 50.0 ksi Maxo= 5054.2 Ft-Lb Moment of Inertia,I= 5.721 in"4 Va= 5645.8 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (In) Ratio Center Span 1361.2 0.269 1361.2 Full 5054.2 0.269 0.099 L/1002 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax Intr. Stiffen Pt Load P(lb) (in) (lb) (lb) (Ft-Lb) Value Req'd? R1 660.0 1.00 1197.9 2096.3 0.0 0.29 No R2 660.0 1.00 1197.9 2096.3 0.0 0.29 No _ Combined Bending and Shear Reaction or Vmax Mmax Va Intr. intr. Pt Load (lb) (Ft-Lb) Factor VIVa M/Ma Unstiffen Stiffen RI 660.0 0.0 1.00 0.12 0.00 0.12 NA R2 660.0 0.0 1.00 0.12 0.00 0.12 NA \✓ 2007 NASPEC[AISI S100-2007] Project: L&P Storefront Date: 9/10/2015 Model: Boxed Header-Horiz ulft Ld 1' _ .. ......it R1 R2 8.25 ft Section : (2)362T100-54 Boxed Track (X-X Axis) Fy= 50.0 ksi Maxo= 1470.7 Ft-Lb Moment of Inertia,I= 1.225 in^4 Va= 6743.1 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 391.4 0.266 391.4 Full 1470.7 0.266 0.133 L/746 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax Intr. Stiffen Pt Load P(Ib) (in) (Ib) (Ib) (Ft-Lb) Value Req'd? R1 189.8 1.00 975.5 1756.0 0.0 0.10 No R2 189.8 1.00 975.5 1756.0 0.0 0.10 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (lb) (Ft-Lb) Factor VNa M/Ma Unstiffen Stiffen R1 189.8 0.0 1.00 0.03 0.00 0.03 NA R2 189.8 0.0 1.00 0.03 0.00 0.03 NA • a 2007 NASPEC[AISI 5100.2007j . Project: L&P Storefront Date: 9/1012015 Model: Chord at Pier R7 ________7 R2 14.00 ft Section; (2)362S162-54 Boxed C Stud (X-X Axis) Fy= 50.0 ksi Maxo= 2213.3 Ft-Lb Moment of Inertia,I= 1.745 in^4 Va= 6743.1 lb Loads have not been modified for strength checks Loads have not been modified for deflection calculations Flexural and Deflection Check Mmax Mmax/ Mpos Bracing Ma(Brc) Mpos/ Deflection Span Ft-Lb Maxo Ft-Lb (in) Ft-Lb Ma(Brc) (in) Ratio Center Span 0.0 0.000 0.0 Full 2213.3 0.000 0.000 L/0 Combined Bending and Web Crippling Reaction or Load Brng Pa Pn Mmax Intr. Stiffen Pt Load P(lb) (in) (Ib) (Ib) (Ft-Lb) Value Req'd R1 0.0 1.00 1268.8 2220.4 0.0 0.00 No R2 0.0 1.00 1268.8 2220.4 0.0 0.00 No Combined Bending and Shear Reaction or Vmax Mmax Va Intr. Intr. Pt Load (Ib) (Ft-Lb) Factor V/Va M/Ma Unstiffen Stiffen R1 0.0 0.0 1.00 0.00 0.00 0.00 NA R2 0.0 0.0 1.00 0.00 0.00 0.00 NA Combined Bending and Axial Load • Axial Ld Bracing(in) Max K-phi Lm Brac Allow Ld Intr. Span (Ib) KyLy KtLt KLIr (in-lb/in) (in) (lb) P/Pa Value Center Span 3670.0(c) 48.0 None 117 0.0 0.0 7007.4(c) 0.52 0.52 Member Interconnection Spacing==12.00 in See NASPEC D1.2 foradd'ni interconnection requirements L t s.r ''-ccs<, 1 U 'fax? w' • �vb.. ,, \\ 2. 2, �r ,'. t € �. §"BSc ato tt j; , k;,: �,� "' 31. b> t'1.n. R. `fix �:,.:_ar,>S ', F`€so E',•<` j.l: ICC EVALUATION most Widely ES e y Accepted and Trusted N., SERVICE EsR ICC-ES 1 .. ori 2713 ICC-ES 1 (800)423-6587 1 (562) 699-0543 j wwwv.icc-es.org Reissued 09/2015 This report is subject to renewal 09/2016. DIVISION: 03 00 00—CONCRETE SECTION:0316 00—CONCRETE ANCHORS DIVISION: 05 000 00—METALS SECTION:OS OS 19—POST-INSTALLED CONCRETE ANCHORS REPORT HOLDER: SIIVIPSON STRONG-TIE COMPANY INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 EVALUATION SUBJECT: TITEN HD'' SCREW ANCHOR AND TITEN HD® ROD HANGER FOR CRACKED AND UNCRACKED CONCRETE ICC ICC ICC c PMG LISTED Look for the trusted marks of Conformity) , ICC "2014 Recipient of Prestigious Western States Seismic Policy Council (WSSPC)Award in Excellence" antr A Subsidiary ofjtI ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not . scc specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a ANSI 1 recommendation for its use. There is no warranty by ICC Evaluation Service. LLC, express or implied, as to anyf riding or^other matter-in this report,t,ar as to anproduct covered by the report. > .aaenetm„ imirteow Aeeech, Copyright 2015 Es ICCEAl-UATION .. N.--- SERVICE Most Widely Accepted and Trusted 1CC-ES Evaluation Report ESR-2713 Reissued September 2015 This report is subject to renewal September 2016. WWW. o icc-es.. rq 1 (800) 423-6587 1 (562)699-0543 A Subsidiary of the International Code Council° All.l.WIRIMMI............Mit. DIVISION:03 00 00—CONCRETE lightweight concrete members having a specified Section:03 16 00—Concrete Anchors compressive strength, Pc, from 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa); and cracked and uncracked DIVISION:05 00 00—METALS sand-lightweight or normal-weight concrete over profile Section:05 05 19—Post-Installed Concrete Anchors steel deck having a minimum specified compressive strength,Pc,of 3,000 psi(20.7 MPa). REPORT HOLDER: The Simpson Strong-Tie®Titan HD®Screw Anchors and Rod Hangers are alternatives to anchors described in SIMPSON STRONG-TIE COMPANY INC. Section 1901.3 of 2015 IBC, Sections 1908 and 1909 of 5956 WEST LAS POSITAS BOULEVARD the 2012 IBC and Sections 1911 and 1912 of the 2009 and PLEASANTON,CAUFORNIA 94588 2006 IBC. The anchors may also be used where an (800)999-5099 engineered design is submitted in accordance with Section www.stronatie.com R301.1.3 of the IRC. EVALUATION SUBJECT: 3.0 DESCRIPTION 3.1 Titen HO®ScrewAnchor: TITEN HD® SCREW ANCHOR AND TITEN HD® ROD HANGER FOR CRACKED AND UNCRACKED The Titan HD® Screw Anchor is a carbon steel threaded CONCRETE anchor with a hex-washer head. The screw anchor is manufactured from heat-treated steel complying with SAE 1,0 EVALUATION SCOPE J403 Grade 10821,and has an electrocleposited coating of • zinc, minimum thickness 0.0002 inch (5 pm) in accordance Compliance with the following codes: with ASTM 8633, SC1, Type 111.Titan HD®Screw Anchors a 2015 2012, 2009, and 2006 International Building are available with nominally 114-, 3/8-, 1/2-, 5/8-, and 3/4-inch Code®(IBC) shank diameters, and various lengths in each diameter. Figure 1A illustrates a typical Titen HD®Screw Anchor. la 20152012, 2009, and 2006 International Residential ' Code®(IRC) 3.2 Titan HD®Rod Hanger: The Titen HO® Rod Hanger is a carbon steel threaded Property evaluated: anchor with an oversized hex-washer head that is Structural internally threaded. The rod hanger is manufactured 2.0 USES from heat-treated steel complying with SAE J403 Grade 10821, and has an electrodeposited coating of zinc, The Simpson Strong-Tie®Titen HO®Screw Anchor is used minimum thickness 0.0002 inch (5 pm), in accordance with to resist static, wind and seismic tension and shear loads ASTM 8633, SC1, Type Ill. The Titen HD® Rod Hanger in cracked and uncracked normal-weight concrete and is available with a nominally 3/8-inch shank diameter and sand-lightweight concrete members having a specified either 318-inch- or 1/2-inch-diameter (9.5 mm or 12.7 mm) compressive strength, rc, from 2,500 psi to 8,500 psi internal threads. Figure 18 illustrates the Titen HD® Rod (17.2 MPa to 58.6 MPa); and cracked and uncracked Hanger, sand-lightweight or normal-weight concrete over profile 3.3 Concrete: steel deck having a minimum specified compressive strength, f', of 3,000 psi(201 MPa). Normal-weight and sand-lightweight concrete must comply The 1/4-inch-diameter (6.4 mm) and 3/8- with Sections 1903 and 1905 of the IBC.inch-diameter — — (9.5 mm) anchors may be installed in the topside 3.4 Profile Steel Deck: of cracked and uncracked normal-weight or sand- The profile steel deck must comply with the configuration lightweight concrete-filled steel deck having a minimum in Figures 3,4, 5 and 6 of this report and have a minimum member thickness, h1,848as noted in Table 5 of base steel thickness of 0.035 inch(0.889 mm). Steel deck this report and a specified compressive strength, r, of in Figures 3 and 4 must comply with ASTM A653/A653M 2,500 psi to 8,500 psi(17.2 MPa to 58,6 MPa). SS Grade 33,and have a minimum yield strength of 33 ksi The Simpson Strong-Tie Titen HD®Rod Hanger is used (228 MPa). Steel deck in Figures 5 and 6 must comply • to resist static, wind and seismic tension loads in cracked with ASTM A653/A653M SS Grade 50, and have a and uncracked normal-weight concrete and sand- minimum yield strength of 50 ksi(345 MPa), h ICC-ES Evaluation Reports are not to be eons/rum/as representrng Qat-Vies or anr other attributes-not specifically addressed,nor are they to be consulted AN I os an endorsement of the subjea of the report or a recommendation for as use There is no warranty by ICC Evaluation Service,LLC express or implied,as :t to any findIng or other matter in this report,or as to any product covered by the report. Wilk ri.tr.r, Copyright 0 2016 Page 1 of 12 ' • ESR-2713 I Most Widely Accepted and Trusted Page 2 of 12 • 4.0 DESIGN AND INSTALLATION assemblies with sand-lightweight or normal-weight 4.1 Strength Design: concrete fill as shown in Figures 3,4 or 5. 4.1.1 General: Design strength of anchors complying with 4.1.4 Requirements for Static Pullout Strength in - the 2015 IBC as well as Section(2301.1.3 of the 2015 lRC; Tension: The nominal pullout strength of a single screw anchor or a group of screw anchors in tension in must be determined in accordance with ACI 318-14 Section 17 and this report. accordance with ACI 318-14 17.4.3.1 and 17.4.3.2 or ACI 318-11 D.5.3.1 and 0.5.3.2, as applicable, in cracked and Design strength of anchors complying with the 2012 IBC, uncracked concrete, Np,e,and Np,,,cr, respectively, is given as well as Section R301.1.3 of the 2012 IRC, must be in Table 2 of this report and must be used in lieu of N . In determined in accordance with ACI 318-11 Appendix 0 regions of a concrete member where analysis indicates no and this report. cracking at service level loads in accordance with ACI 318-14 17.4.3.6 or ACI 318-11 0.5.3.6, as applicable, the Design strength of anchors complying with the 2009 IBC, as well as Section R301.1.3 of the 2009 IRC, must be nominal pullout strength in uncracked concrete, Ned in determined in accordance with ACI 318-08 Appendix 0 applies.Where values for or does,are not provided in and this report. Table 2, the pullout strength does not need to be considered in design, Design strength of anchors complying with the 2006 IBC The nominal pullout strength in cracked concrete for and 2006 IRC must be in accordance with ACI 318-05 Appendix 0 and this report. anchors installed in the lower flute or upper flute of the soffit of sand-lightweight or normal-weight concrete filled Design parameters provided in Tables 1 through 5 and in profile steel deck floor and roof assemblies as shown in Figures 2 through 6 of this report are based on the 2015 Figures 3, 4 and 5, Np,deek,a, is given in Table 4. Np,deekee IBC (ACI 318-14) and on the 2012 IBC (ACt 318-11) must be used in lieu of Np;c,. In regions of a concrete unless noted otherwise in Section 4.1.1 through 4.1.12 of member where analysis indicates no cracking in this report. accordance with ACi 318-14 17.4.3.6 or ACI 318-11 D.5.3.6, as applicable, the nominal pullout strength in The strength design of anchors must comply with ACI 318-14 17.3.1 or ACI 318-11 D.4.1, as applicable, except untracked concrete Np.deck,,,„,applies in lieu of Np.ancr. as required in ACI 318-14 17.2.3 or ACI 318-11 0.3.3. The value of(Pep equals 1.0 for all design cases. Strength reduction factors, r¢, as given in ACI 318-14 4,1.5 Requirements for Static Steel Strength in Shear: 17.3.3 or AC# 318-11 0.4.3, as applicable, and noted in The nominal steel strength in shear, V"T of a single screw Tables 2 and 3 of this report, must be used for load anchor in accordance with ACI 318-14 17.5.1.2 or ACt combinations calculated in accordance with Section 318-11 D.6.1.2, as applicable, is given in Table 3 of this • 1605.2.1 of the IBC and Section 5.3 of ACI 318-14 or report and must be used in lieu of the values derived by Section 9.2 of ACI 318-11, as applicable. Strength calculation from ACt 318-14 Eq. 17.5.1.2a or ACI 318-11 reduction factors, A as given in ACI 318-11 0.4.4 must be Eq. 0-29, as applicable. The strength reduction factor,O, used for load combinations calculated in accordance with corresponding to a brittle steel element must be used for ACI 318 Appendix C. The value of re used in the all anchors,as described in Table 3. calculations must be limited to a maximum of 8,000 psi (55.2 MPa), in accordance with AC) 318-14 17.2.7or ACI The nominal shear strength, Vea,deck, of a single screw 318-11 0.3.7, as applicable. anchor installed in the lower flute or upper flute of the soffit 4.1.2 Requirements for Static Steel Strength in of sand-lightweight or normal-weight concrete filled profile g steel deck floor and roof assemblies, as shown in Figures Tension: The nominal steel strength of a single screw 3,4 and 5,is given in Table 4., anchor in tension, Nom, calculated in accordance with ACI 318-14 17.4.1.2 or ACI 318-11 0,5.1.2, as applicable, is 4.1.6 Requirements for Static Concrete Breakout given in Table 2 of this report. The strength reduction Strength in Shear: The nominal concrete breakout factor,¢, corresponding to a brittle steel element must be strength in shear of a single screw anchor or group of screw anchors, V" or V�bg, respectively, must be used for all anchors,as given in Table 2. calculated in accordance with ACI 318-14 17.5.2 or ACt 4.1.3 Requirements for Static Concrete Breakout 318-11 D.6.2, as applicable, with modifications as Strength in Tension: The nominal concrete breakout described in this section. The basic concrete breakout strength of a single screw anchor or a group of screw strength in shear of a single screw anchor in cracked anchors in tension, Neb or Nag, respectively, must be concrete, Vb, must be calculated in accordance with ACI calculated in accordance with ACI 318-14 17,4.2 or ACI 318-14 17.5.2.2 or ACI 318-11 0.6.2.2, as applicable, 318-11 0.5,2, as applicable, with modifications as using the values of 4 and ch, as given in Table 3 of this described in this section. The basic concrete breakout report, The modification factors in ACI 318-14 17.5.2.4, strength of a single screw anchor in tension in cracked 17.5.2.5, 17.5.2.6 and 17.5.2.7 ACi 318-11 0.6.2.4, concrete, Ni,, must be calculated in accordance with ACt 0.6.2,5, 0.6.2.6 and 0.6.2.7 must be applied to the basic 318-14 17.4.2.2 or ACI 318-11 0.5.2.2, as applicable, breakout strength in shear, Vb,as applicable. using the values of her and ker as given in Table 2 of this report. The nominal concrete breakout strength in tension For anchors installed in the topside of concrete-filled in regions where no cracking. steel deck assemblies, as shown in Figures 5 and 6, the accordance with ACI analysis indicatesaor ACI 318-in nominal concrete breakout strength of a single anchor or 0.5.2.6,as applicable, must be calculated with the value of group of anchors in shear, wit or 1 3 respectively, must kunc,as given in Table 2 of this report and with we a= 1.0. be calculated in accordance with ACI 31$-14 17.5.2 or ACI 318-11 0.6.2, as applicable, using the actual member Determination of concrete breakout strength in thickness, h ,deck, in the determination of Ave, Minimum accordance with ACI 318-14 17.4.2 or ACI 318-11 D.5.2 is number topping thickness for anchors in the topside of not required for anchors installed in the lower flute or upper concrete-filled steel deck assemblies is given in Table 5 of flute of the soffit of profile steel deck floor and roof this report. • ESR-2713 I Most Widely Accepted and Trusted Page 3 of 12 Calculation of the concrete breakout strength in 4.1.9 Interaction of Tensile and Shear Forces: Screw accordance with ACI 318-14 17,5.2 or AC( 318-11 D.6.2, anchors or groups of screw anchors that are subjected as applicable, is not required for screw anchors installed in to combined axial (tensile) and shear loadings must be the lower flute or upper flute of the soffit of sand-lightweight designed in accordance with ACt 318-14 17.6 or ACI 318- or normal-weight concrete filled profile steel deck floor and 11 0.7,as applicable. roof assemblies,as shown in Figures 3,4 and 5. out 4.1,10 Requirements for Minimum Member Thickness, 4.1.7 Requirements for Static Concrete Pryout Minimum Anchor Spacing and Minimum Edge Strength in Shear: The nominal concrete pryout strength Distance: In lieu of AC! 318-14 17.7.1 and 17.7.3 or AC! for a single screw anchor or group of screw anchors, Vc.p 318-11 0.8.1 and 0.8.3, as applicable, values of c,,,;,, and or Vim, respectively, must be calculated in accordance si,„„,provided in Table 1 of this report must be used. In lieu with ACI 318-14 17.5.3 or ACI 318-11 0.6.3,as applicable, of ACI 318-14 17.7.5 or AC! 318-11 D.8.5, minimum using the coefficient for pryout strength, kcp, provided in member thickness, hm;,,, must comply with Table 1 of this Table 3 of this report and the value of nominal breakout report,as applicable. strength in tension of a single screw anchor or group screw anchors, NNb or Nal, as calculated in Section 4.1.3 of this For anchors installed in the topside of normal-weight or report. sand-lightweight concrete over profile steel deck floor and For anchors installed in the lower flute or upper flute of roof assemblies, installation parameters are provided in Table 5 and Figures 5 and 6 of this report. the soffit of sand-lightweight or normal-weight concrete filled profile steel deck floor and roof assemblies,as shown For anchors installed in the lower flute or upper flute of in Firrures 3, 4 and 5, calculation of the concrete pryout the soffit of sand-lightweight or normal-weight concrete strength in accordance with ACI 318-14 17.5.3 or ACI filled profile steel deck floor and roof assemblies, details 318-11 D.6.3,as applicable, is not required. in Figures 3, 4 and 5 must be observed. The minimum 4.1.8 Requirements for Seismic Design: anchor spacing along the flute must be the greater of 3har or 1.5 times the flute width. 4.1.8.1 General: When the screw anchor design includes seismic loads, the design must be performed in 4.1.19 Requirements for Critical Edge Distance: In accordance with ACI 318-14 17.2.3 or ACI 318-11 D.3.3, applications where c< cap and supplemental reinforcement as applicable. Modifications to ACI 318-14 17.2.3 shall be to control splitting of the concrete is not present, the For the concrete breakout strength in tension for uncracked applied under Section 1905.1.8 of the 2015 IBC, 2012 IBC, Section 1905.1.9 shall be omitted.Modifications concrete,calculated according to ACI 318-14 17.4.2 or ACI 318-11 0.5.2, as applicable, must be further multiplied by to ACE 318-08 and 318-05 D.3.3, as applicable, shall be applied under Section 1908.1.9 of the 2009 IBC, Section the factorcp ap,N given by Eq-1: 1908.1.16 of the 2006 IBC. c — Except for use in Seismic Design Category A or B of the °p"' c (Eq-1) IBC, design strengths must be determined presuming the ac concrete is cracked unless it can be demonstrated that the whereby the factor f.5fisr concrete remains uncracked. 4��p,n need not be taken less than For all other cases, Bal The nominal steel strength and nominal concrete D.8.6,r= 1•r a. In ppl of using ACI 31 of c8 breakout strength of anchors in tension, and the nominal 17.7.6 or ACI 318-11 as applicable, values cap provided in Tables 1 and 5 of this report must be used. concrete breakout strength and pryout strength of anchors in shear, must be calculated according to ACI 318-14 17.4 4.1.12 Requirements for Sand-lightweight Concrete: and 17.5 ACI 318-11 0.5 and D.6, as applicable, For AC! 318-14, ACI 318-11 and ACI 318-08, when respectively, taking into account the corresponding values anchors are used in sand-lightweight concrete, the in Tables 1 through 5 of this report. modification factor Aa or A, respectively, for concrete breakout strength must be taken as 0.6 in lieu of AC! The screw anchors comply with ACi 318-14 2.3 or ACi 318-11 0.1, as applicable, as brittle steel elements and 318-14 17.2.6 (2015 IBC), ACI 318-11 0.3.6 (2012 IBC) must be designed in accordance with ACI 318-08 0.3.3.5 or ACI 318-08 0.3.4 (2009 IBC). In addition, the pullout or 0.3.3.6 or AC(318-05 0.3.3.5,as applicable. strength Np,,,,w, Np a, and Np,eq must be multiplied by 0.6, 4.1.8.2 Seismic Tension:The nominal steel strength and as applicable. For ACI 318-05, the values Nb, Np concrete breakout strength in tension must be determineds, Np;,,,,a, lyp,ar, and Vp in accordance with ACI 318-14 17.4.1 and 17.4.2 or ACI determined in accordance with this report must be multiplied by 0.60, in lieu of ACI 318-14 17.2.4 or ACI 318-11 0.5.1 and D.5.2, as applicable, as described in Sections 4.1.2 and 4.1.3 of this report. In accordance with 318-11 0.3.4,as applicable. ACI 318-14 17.4.3.2 or ACI 318-11 0.5.3.2, as applicable, For anchors installed in the lower flute or upper flute of the appropriate value for nominal pullout strength in the soffit of sand-lightweight concrete filled profile steel tension for seismic loads, Np,eq or Np,deaccr, described in deck floor and roof assemblies, this reduction is not Tables 2 and 4 of this report,must be used in ilea of Np. required. 4.1,8.3 Seismic Shear: The nominal concrete breakout and concrete pryout strength in shear must be determined 4 2 Allowable Stress Design(ASD): in accordance with ACI 318-14 17.5.2 and 17.5.3 or ACi 4.2.1 General: Where design values for use with 318-11 0.6.2 and 0.6.3, as applicable, as described in allowable stress design (working stress design) load Sections 4.1.6 and 4.1.7 of this report. In accordance with combinations in accordance with Sections 1605.3 of the ACI 318-14 17.5.1.2 or ACI 318-11 0.6.1.2, as applicable, IBC are required, these are calculated using Eq-2 and the appropriate value for nominal steel strength in shear for Eq-3 as follows: seismic loads, Vsa,pp,or Vsa,deck,eq described in Tables 3 and 4 of this report,must be used in lieu of VVa. Tatlowabre,ASD= . (Eq-2) . ESR-2713 I Most Widely Accepted and Trusted Page 4 of 12 and nominal embedment depth plus 1/2 inch (12.7 mm). Dust • IVa and debris in the hole must be removed by using oil-free Vatlowable,ASD a (Eq-3) compressed air, The Titan HD® Screw Anchors and Rod Hangers must be installed into the hole to the specified • where: embedment depth using a socket wrench or powered Tallowabra.ASD=Allowable tension load,(lbf,N) impact wrench. The maximum installation torque and maximum impact wrench torque rating requirements for the Vedlowable,AsO=Allowable shear load, (lbf,N) Titen HD®Screw Anchor and Rod Hangers are detailed in ON„ = Lowest design strength of an anchor or anchor Table 1. Titan HD®Screw Anchors and Rod Hangers may group in tension as determined in accordance be loosened by a maximum one turn and reinstalled with a with ACI 318-14 Chapter 17 and 2015 IBC socket wrench or powered impact wrench to facilitate Section 1905.1.8, ACI 318-11 Appendix 0, ACI fixture attachment or realignment. 318-08 Appendix D and 2009 IBC Section For anchors installed in the topside of normal-weight or 1908.1.9,ACI 318-05 Appendix D and 2006 IBC sand-lightweight concrete over profile steel deck floor and Section 1908.1.16 and Section 4.1 of this report, roof assemblies, installation parameters are provided in as applicable(lbf or N). Table 5 and Futures 5 and 6 of this report. 014 = Lowest design strength of an anchor or anchor For anchors installed in the lower flute or upper flute of group in shear as determined in accordance with the soffit of sand-lightweight or normal-weight concrete ACI 318-14 Chapter 17 and 2015 IBC Section over profile steel deck floor and roof assemblies, the hole 1905.1.8, ACI 318-11 Appendix D, ACI 318-08 diameter in the steel deck must not exceed the diameter of Appendix D and 2009 IBC Section 1908.1.9, ACI the hole in the concrete by more than 116 inch(3.2 mm). 318-05 Appendix D and 2006 IBC Section 1908.1.16 and Section 4.1 of this report, as 4.4 Special Inspection: applicable(lbf or N). Periodic special inspection is required in accordance with a = A conversion factor calculated as a weighted Section 1705.1.1 and Table 1705.3 of the 2015 or 2012 average of the load factors for the controlling IBC or Section 1704,15 of the 2009 IBC or Section load combination. In addition, a must include 1704.13 of the 2006 IBC.The special inspector must make all applicable factors to account for nonductile periodic inspections during anchor installation to verify failure modes and required over-strength. anchor type, anchor dimensions,hole cleaning procedure, embedment depth, concrete type, concrete compressive An example calculation for the derivation of allowable strength, concrete member thickness, hole dimensions, stress design tension values is presented in Table 6, anchor spacing, edge distance, installation torque, The requirements for member thickness, edge distance maximum impact wrench torque rating, and adherence to and spacing, described in Tables 1 and 5 of this report, the manufacturer's published installation instructions. The must apply. special inspector must be present as often as required in accordance with the"statement of special inspection." 4.2.2 Interaction of Tensile and Shear Forces: The interaction of tension and;shear loads must be consistent Under the IBC, additional requirements as set forth in with AC1 318-14 17.6 or ACI 318-11 D.7,as applicable, as Section 1705, 1706 or 1707 must be observed, where follows: applicable. If Tap",5 0.2Tauowabie.Asb,then the full allowable strength 5.0 CONDITIONS OF USE in shear, Vallowable,ASD,shall be permitted, The Simpson Strong-Tie® Titan ND® Screw Anchors and If Veppaep 5 0.2Va11owabfe.ASD,then the full allowable strength Rod Hangers described in this report are suitable in tension, Tadoweble,ASD,shall be permitted. alternatives to what is specified in, those codes listed in Section 1.0 of this report subject to the following For all other cases: conditions: TaQphoa + Vapplied <1.2 (Eo l) 5.1 The'anchors must be installed in accordance with the Tallowable,ASD Vallowebfe.ASD manufacturer's published installation instructions and 4.3 Installation: this report. In case of conflict,this report governs. Installation parameters are provided in Tables 1 and 5,and 5.2 Anchor sizes, dimensions and minimum embedment Figures 2, 3, 4, 5, and 6. Anchor locations must comply depths are set forth in the tables of this report, with this report and the plans and specifications approved 5,3 The anchor must be, installed in accordance with by the code official The Titen Hir Screw Anchors and Section 4,3 of this report in cracked and uncracked Rod Hangers must be installed in accordance with the normal-weight and sand-lightweight concrete having a manufacturer's published instructions and this report. compressive strength, Pc., of 2,500 psi to 8,500 psi Anchors must be installed by drilling a pilot hole into the (17.2 MPa to 58.6 MPa); and cracked and uncracked concrete using a handheld electro-pneumatic rotary sand-lightweight or normal-weight concrete over hammer drill with a carbide-tipped drill bit conforming to profile steel deck having a minimum specified ANSI B212,15-1994, The pilot hole must have the same compressive strength,f c,of 3,000 psi(20.7 MPa). nominal diameter as the nominal diameter of the anchor. For the 1/4-inch (6.4 mm) and 3/8-inch (9.5 mm)Titan HD® 5.4 The 1/4-inch-diameter(64 mm) and 3/8-inch-diameter Screw Anchors and 3/8-inch (9,5 mm) Rod Hangers, the (9.5 mm) anchors may be installed in the topside of hole is drilled to the specified nominal embedment depth cracked and uncracked nominal-weight or sand plus 1/8 inch (3.2 mm) and V inch (6,4 mm) respectively. lightweight concrete-filled steel deck having a For 1/2-, 518 and 3/4-inch (12.7, 15.9 and 19.1 mm) Titan minimum specified compressive strength, re, of HD®Screw Anchors, the hole is drilled to the specified 2,500 psi to 8,500 psi(17.2 MPa to 58.6 MPa). ESR-2713 I Most Widely Accepted and Trusted Page 5 of 12 5.5 The value of fc used for calculation purposes must 5.13 Anchors may be installed in regions of concrete not exceed 8,000 psi(552 MPa). where cracking has occurred or where analysis 5»6 Strength design values must be established in indicates cracking may occur (I > fr), subject to the accordance with Section 4.1 of this report. conditions of this report. 5.7 Allowable stress design values must be established in 5.14 Anchors may be used to resist short-term loading due accordance with Section 4.2 of this report. to wind or seismic forces, subject to the conditions of this report. 5.8 Anchor spacing(s) and edge distance(s), as well as 5.15 Anchors are not permitted to support fire-resistance- minimum member thickness, must comply with Tables rated construction. Where not otherwise prohibited by 1,4 and 5, and Figures 3,4,5 and 6 of this reportHD®the code,Titen HD Screw Anchors and Rod Hangers 5.9 Reported values for the Titan HD®Rod Hanger do not are permitted for installation in fire-resistance-rated consider the steel insert element which must be construction provided that at least one of the following verified by the design professional. conditions is fulfilled: 5.10 The '/4-iinch-diameter (6.4 mm) and 3/8-inch-diameter • Anchors are used to resist wind or seismic forces (9.5 mm)Titen HD's Screw Anchors may be installed only. in the topside of cracked and uncracked normal- weight or sand-lightweight concrete-filled steel deck in • Anchors that support gravity load-bearing accordance with Table 5 and as shown in Figure 6 for structural elements are within a fire-resistance- 1/4-inch-diameter envelope or a fire-resistance-rated the 14-inch-diameter(6.4 mm) and in Figure 5 for the membrane, are protected by approved fire- 3/8-inch-diameter(9.5 mm). resistance-rated materials,or have been evaluated The 1/4-inch-diameter (6.4 mm), 3/e-inch-diameter for resistance to fire exposure in accordance with (9.5 mm), and 1/2-inch-diameter (12.7 mm)Titan HDA' recognized standards. Screw Anchors, and the 3/8-inch-diameter (9.5 mm) and 1/2-inch-diameter (12.7 mm) Titen HD® Rod • Anchors are used to support nonstructural Hanger may be installed in cracked and uncracked elements. sand-lightweight or normal-weight concrete in the 5.16 Anchors have been evaluated for reliability against lower flute over profile steel deck in accordance with brittle failure and found to be not significantly sensitive Table 4 and as shown in Figure 3 for the 3/8-inch- to stress-induced hydrogen embrittlement. diameter (9.5 mml and the 1/2-inch-diameter 3 5.17 Use of anchors is limited to dry,interior locations. (12.7 mm) Titen HD Screw Anchors, the /8-inch- diameter (9.5 mm) and the 1/2-inch-diameter 5,18 Special inspection must be provided in accordance (12.7 mm)Titen HD®Rod Hanger and in Figure 5 for with Section 4.4. the 1/4 inch-diameter (6.4 mm) Titen HD Screw 5.19 The anchors are manufactured by Simpson Strong- Anchors, Tie Company, Inc., under a quality-control program The 114-inch-diameter (6.4 mm), the 318-inch- with inspections by ICC-ES. diameter (9.5 mm) and the 1/2-inch-diameter 6.0 EVIDENCE SUBMITTED (12.7 mm)Titen HD®Screw Anchors may be installed in cracked and uncracked sand-lightweight or Data in accordance with the ICC-ES Acceptance Criteria normal-weight concrete in the upper flute over profile for Mechanical Anchors in Concrete Elements (AC193), steel deck in accordance with Table 4 and as shown dated March 2012(editorially revised April 2015), including in Figure 5 for the 1/4-inch-diameter(6.4 mm) and in an optional suitability test for seismic tension and shear; Figure 4 for the 3/8-inch-diameter (9.5 mm) and the profile steel deck soffit tests; mechanical properties tests; 112-inch-diameter(12.7 mm). calculations;and quality-control documentation. 5.11 Prior to installation, calculations and details 7.0 IDENTIFICATION demonstrating compliance with this report must be The Titen HDe Screw Anchor and Rod Hanger packaging submitted to the code official. The calculations and is marked with the Simpson Strong-Tie® Company name; details must be prepared by a registered design product name (Titers HDe); anchor diameter and length; professional where required by the statutes of the jurisdiction in which the project is to be constructed. catalog number corresponding to Table 7 of this report; and the evaluation report number(ESR-2713). In addition, 5.12 Since an ICC-ES acceptance criteria for evaluating the # symbol and the anchor length (in inches) are data to determine the performance of screw anchors stamped on the head of each screw anchor. subjected to fatigue or shock loading is unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report, ESR-2713 I Most Widely Accepted and Trusted Page 6 of 12 TABLE 1--TITEN HD®SCREW ANCHORS AND ROD HANGERS INSTALLATION INFORMATIONI Nominal Anchor Diameter J Threaded Coupler Diameter(ineh) Characteristic Symbol Units •114 sl4 'i2 x/4 � 315 i/s Roc)Hangs Rod Hanger Installation Information Nominal Diameter `I da(Etn} _ In< Ila 3/ 1� 5la 314 ` ala 31 Drill Bit Diameter dot in. 1/4 3/5 1/ 5/5 3/4 3/ 34 Minimum • Baseplate Clearance dG in, 314 112 sIs 34 MI5 N/Aa N/A3 Hole Diameter ..i Maximum Installation ft e T4 Ttnsimaz =Ibf 24 50 65 100 150 50 59 Maximum Impact.Wrench Fac eemax t't4bf 125' 150 340 340 385: 150 150 Torque;Rating Minimum Hole Depth hnwe in. 13/4 25/8 23/4 34/2 33/4 41/2 _41/2 6 6 6% 23/4 3 Nominal Embedment Depth h�a,,, in. 1Sfe 2'I2 21/2 3'1.4 3'14„ 4 4 5/2 51/2 62/4 21/2 21/1 Effective Embedment Depth has in. 1.19 1.94 1.77 2.40 2.35 2.99 2.97 4.24 4.22 4.86 1.77 1.77 Critical Edge Distance c,4 in> 3 6 2"/,4 3'/s 3s/rs 4'/z 4`4 6a/a 6% 7'I,a 2"111 211/15 Minimum Edge Distance cow, in. 11/2 11/2 1314 Minimum,'Spacing sa4, in 3 Minimum Concrete h,,,„, in, v 1 31 12 t( 4 5 5 6'/4 j 6 j 8'/2 j 8/4 1 10 I 4 41/4 1111 1 Anchor Data Yield Strength . f'a Psi 100 000 97;009 Tensile Strength fea psi 125,000- 110,000 Minimum 7 ensFle SE a 2 Shear Stress Area: Aaa in 0.042 0.099 Q.183 01.276 0.414': 0:;099 OiQ9s Axial Stiffness in Service Load Range-- Q, lb/in. 202,000 715,000 Uncracked Concrete Axial Stiffness In Service Load Range.. {34, Ibi n, 173,000 345p000 Cracked Concrete For SI: 1 inch=25.4 mm,1 ft-lbf=1.356 N-m, 1 psi=6.89 kPa, 1 in2=645 mm2,1 ib/in=0.175 N/mm. 'The information presented in this table is to be used in conjunction with the design criteria of ACI 318-14 Chapter 17 or ACI 318-11 Appendix D,as applicable. 2The clearance must comply with applicable code requirements for the connected element. 3The Titen HDa Rod Hanger version is driven directly to the supporting member surface. 4Tmacraa,applies to installations using a calibrated torque wrench. 5For the 2006 IBC dQ replaces da 5Asa.N=..Ase,v=Ase ' • ESR-2713 I Most Widely Accepted and Trusted Page 7 of 12 TABLE 2—TITEN HD®SCREW ANCHOR AND ROD HANGER CHARACTERISTIC TENSION STRENGTH DESIGN VALUES' Nominal Anchor Diameter 1 Threaded Coupler Diameter(inch) .. Characteristic Sytrtbol Units • ] ' , s � a s � � 1a 1s ' l� 18 1: l�- l+ Rod Hanger Rost Clanger Anchor Category 1,2 or 3 - 1 Nominal Embedment Depth --h-4- g:: in. 15% 2.112 ' 2'/z 3118 3'/4 4 : 4 51/2 5112 ,'",6':1,14 21/2 2tlz Steel Strength in Tension(ACI 318-14 17.4.1 or ACI 318-11 Section D.5.1) 'Tension Resistance of Steel NM Ibf' 5195 l 10,890 20.130 1, 30,360 I 45540 j 10,890 J 10890 Strength Reduction Factor- Steel Failure' - 0.65 Concrete Breakout Strength in Tension(AC1318-1417.4.2 or AC1318 Section D.5.2) Effective Embedment Depth h in,' 119 1.94 '1.77 2.40 2.35 2,99 2,97 4,24 4;22 4.86 '1.77 1.77 Critical Edge Distance c, in. 3 6 211/i6 35/8 38/16 41/2 41/2 6518 63/8 75/16 211//6 211/16 MM]Effectiveness tactor- 24 tlncracked Concrete k`°" 30 Effectiveness Factor- Cracked Concrete kf 17 Modification factor4 1.0 Strength Reduction Factor- Concrete Breakout Failure3 vkb - 0:55 Pullout Strength in Tension(ACI 318.14 17,4.3 or ACI 318-11 Section D.5.3) Pullout Resistance Uneracked Concrete Ns,,„ ibf l Sl/A°4.,555' 2,7006 N/A8 N//A'N/A' NIA" 9;81Q6 N/A` NtAt 2,025 2,025 (f'=2,500 psi} Pullout Resistance Cracked Concrete No,, lbf N/A4 1,9055 1,2355 2,7005 N/A4 N/A4 3,0405 5,5795 6,0705 7,1955 1,2355 1,2355 (f',=2,500 psi) Strength Reduction Factor. Pullout Falliire' ' Tension Strength for Seismic Applications(ACI 318.1417.2.3.3 or ACI 318-11 Section D.3.3.3) Nominal Pullout;Strength; for Seismic Loads N� lb€ N141,1905 11358 2,700# N/A" N/A'3.040 5,570$,8,070` 7j9$5 1.235 1,235` Strength Reduction Factor for Pullout Failure' 0.65 For SI: 1 inch=25.4 mm, 1 ft-lbf=1.356 N-m, 1 psi=6.89 kPa, 1 in2=645 mm2,1 lb/in=0.175 N/mm, 'The information presented in this table is to be used in conjunction with the design criteria of ACI 318-14 Chapter 17 or ACI 318-11 Appendix D,as applicable. 2The tabulated value of¢6 applies when the load combinations of Section 1605.2 of the IBC,ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2 are used,as applicable.If the load combinations of ACI 318-11 Appendix C are used,the appropriate value of 0 must be determined in accordance with ACI 318 0.4.4(b),as applicable. 'The tabulated values of¢ ,applies when both the load combinations of Section 1605.2 of the IBC,ACI 318-14 Section 5.3 or ACI 318-11 Section 9,2,as applicable,are used and the requirements of ACI 318-11 0.4.3(c)for Condition B are met.Condition B applies where supplementary reinforcement is not provided in concrete.For installations were complying reinforcement can be verified,the 0,1,factors described in AC1318-1417.3.3(c)o.r ACI 318-11 D.4.3(c),as applicable,may be used for Condition A.If the load combinations of ACI 318 Appendix C are used,the appropriate value of $must be determined in accordance with ACI 318 0.4.4(c)for Condition B. 'As described in this report,N/A denotes that pullout resistance does not govern and does not need to be considered. 'The characteristic pullout resistance for greater compressive strengths may be increased by multiplying the tabular value by(f',12.500)". 6The characteristic pullout resistance for greater compressive strengths may be increased by multiplying the tabular value by(f J2.500)°*2. 'The tabulated values of 4 or 9l.„g applies when both the load combinations of ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2,as applicable, are used and the requirements of ACI 318-11 0.4.3(c)for Condition B are met.Condition B applies where supplementary reinforcement is not provided in concrete.For installations were complying reinforcement can be verified,the Op or 0.6 factors described in ACI 318-14 17.3.3(c)or ' AC1318-11 D.4,3(c),as applicable,may be used for Condition A. If the load combinations of ACI 318 Appendix C are used,the appropriate value of 0must be determined in accordance with ACI 318 0.4.4(c)for Condition B, • • ESR-2713 1 Most Widely Accepted and Trusted Page 8 of 12 TABLE 3—TITEN HDe SCREW ANCHOR CHARACTERISTIC SHEAR STRENGTH DESIGN VALUES' Characteristic Symbol Units Nominal Anchor'Diameter(inch) Anchor Category 1,2 or 3 - 1 Nominal Embedment Depth hnan, in.! 1fi4 2'! 21/2 31/4 31/4 4 4 5'/2 5'12 /4 Steel Strength in Shear(ACI 318-1417.5.1 or ACI 318-11 Section 0.6.1) Shear Resistance of Steel Vie Lbf 2,020 4,460 7,455 10,004 16,840 a Strength Reduction Factor- Steel Failure2 Ose 0.60 Concrete Breakout Strength in Shear(ACI 318-1417.5.2 or ACI 318.11 Section D.6.2) Nominal Diameter dtd)4 in.' 0.25 tj.375.. tt.300 0.625. 0.750 Load Bearing Length ie in. 1.19 1.94 1.77 2.40 2.35 2.99 2.97 4.24 4.22 4.86 of Anchorin Shear Strength Reduction Factor- Concrete.BreekautFailurel 0 70 Concrete Pryout Strength in Shear(ACI 318-1417.5.3 or ACI 318-11 Section 0.6.3) Coefficient for 1.0 2,0 Pryout Strength Strength Reduction Factor- Concrete Pryout Failure3 930 0.70 Shear Strength for Seismic Applications(ACI 318-1417.2.3.3 or ACI 318-11 Section 0.3.3.3) Shear Resistance of Single Anchor for Seismic,Loads Y�,� Lbf' 1,8195 2.855 4,790 8,000 9a35U (f =2,500 psi) Strength Reduction Factor- Steel Failure2 eq 0.60 - For SI: 1 inch=25.4mm,1 Ibf=4.45N. 'The information presented in this table is to be used in conjunction with the design criteria of ACI 318-14 Chapter 17 or ACI 318-11 Appendix 0,as applicable. 2The tabulated value of and¢eq applies when the load combinations of Section 1605.2 of the IBC,ACI 318-14 Section 5.3 or ACt 318-11 Section 9.2,as applicable,are used.If the load combinations of ACI 318 Appendix Care used,the appropriate value of¢must be determined in accordance with ACI 3181:./.4.4(b). 3The tabulated values of 0d,and 4,applies when both the load combinations of Section 1605.2 of the IBC ACl 318-14 Section 5.3 or ACt 318- 11 Section 9.2 are used and the requirements of ACI 318-11 0.4.4(c)for Condition B are met.Condition B applies were supplementary reinforcement is not provided in concrete. For installations where complying reinforcement can be verified,the girt and cp factors described in ACI 318-14 17.3.3(c)or ACI 318-11 0.4,3(c),as applicable,can be used for Condition A.If the load combinations of ACt 318 Appendix C are used,the appropriate value of 0,6 must be determined in accordance with ACI 318 0.4.5(c)for Condition B. 4The notation in parenthesis is for the 2006 IBC. • • ESR-2713 I Most Widely Accepted and Trusted Page 9 of 12 TABLE 4—TITEN HDe SCREW ANCHOR AND ROD HANGER CHARACTERISTIC TENSION AND SHEAR DESIGN VALUES FOR THE SOFFIT OF CONCRETE-FILLED PROFILE STEEL DECK ASSEMBLIES1•5.6 Nomrnal Anchor Diameter J Threaded Coupler Diameter(inch} Lower Flute Upper Fiufe Characteristic Symbol Units figure 5 Ft8ure 3 Figure 5 Figure 4 /4 /8 Y/2 1/f Rod 1/6 31 i Hanger Hanger 8 Y� Minimum Hole Depth h,,. in, 13/4 254 21/a 23/4 21/2 4 23/4 3 13/4 254 21/8 21/2 Nominal EmbedmenNa t Depth W hn, in< 1/8 21/2 1/6 2/2 2' 31/2 ' 21/ 21/2 15/8 24/2 •8 2 Effective Embedment Depth bet in. 1:19 1.94 1.23 1.77 1.29 2.56 1.77 1.77 1.19 1.94 1.23 1.29 Pullout Resistances Gracksd Gal ,., , Np. G Ibi 420 535 X75 870 905 2044 870 8701 655 1195 1500 1700 Pullout Resistance3Uncracked Ndcxuncr lbf 995 1275 825 1905 1295 2910 1430 1430 1555 2850 1095 2430 Concrete• Stell Strength in Shear4 V84,d a ibf! 1335 1745 2240 2395 2435 4430 N/A N/A 2010; 242014180 7145 Steel Strength in Shear,Seismic° V�,,d keq lbf 870 1135 1434 1533 1565 2846 N/A N/A 1305 1575 2676 4591 For Si: 1 inch=25.4mm,1 lbf=4.45N. 'Installation must comply with Sections 3.4,4.1.9,1,4.3,5.4,and 5,10,and Figures 3,4 and 5 of this report. 2The values listed must be used in accordance with Section 4.1.4 and 4.1.8.2 of this report. 3The values listed must be used in accordance with Section 4.1.4 of this report. 4The values listed must be used in accordance with Section 4.1.5 and 4.1.8.3 of this report. 5The values for 6(reduction factor for pullout strength)can be found in Table 2 and the value for qls,(reduction factor for steel strength in shear)can be found in Table 3. 8The minimum anchor spacing along the flute must be the greater of 3her or 1.5 times the flute width in accordance with Section 4.1.9.1 of this report. 'The characteristic pull-out resistance for greater concrete compressive strengths shall be increased by multiplying the tabular value by (r,I 3,000 psi)°`5. • TABLE 5—TITEN He SCREW ANCHOR INSTALLATION INFORMATION IN THE TOPSIDE OF CONCRETE-FILLED PROFILE STEEL DECK FLOOR AND ROOF ASSEMBLIES1'24'4 Nominal Anchor Diameter(inch) Design Information Symbol Units "/4 34 Figure 6 figure 5......i Effective Embedment Depth h in. 1.19 1.77 Minimum Concrete Thickness8 h W in. 2'/2 31/4 Critical Edge Distance Pac,deecfop in. 33/4 71/4 Minimum Edge Distance cd� , In, 34/2 3 Minimum Spacing sm.0.d4arAp in. 31/2 3 For SI: 1 inch=25.4mm,1 lbf=4.45N. 'Installation must comply with Sections 3.4,4.1.9.1,4.3,5.4,and 5.10,and Figures 5 and 6 of this report. 2Design capacity shall be based on calculations according to values in Tables 2 and 3 of this report. 3Minimum flute depth(distance from top of flute to bottom of flute)is 1%-inch,see Figures 5 and 6. 4Steel deck thickness shall be minimum 20 gauge, 5Minimum concrete thickness(h,n;,,dek)refers to concrete thickness above upper flute,see Figures 5 and 6. ESR-2713 i Most Widely Accepted and Trusted Page 10 of 12 TABLE 6—EXAMPLE TITEN HD°SCREW ANCHOR AND ROD HANGER ALLOWABLE STRESS DESIGN TENSION VALUES FOR ILLUSTRATIVE P#IRPOSES".2'34,5,`.'°.g,7Q Effective tvlominat Anchor Naminal Embedment Allowable Diameter,dQmbedrnerit Tensto�Loaf! (inches) , D(in h'es)m Depth:hwN:d�. : (inches) 5 (lbs) °/4 1 /a 1.19 855 1,94 21/1 1,424 3 .".. 27/ 1x77 e► /g 2 3i/4ss ss 1,185 2.4t1: 1;960 '/z 31/4 2.35 1,900 4 2,99 2,725 • 2.97' • 2.1;95 4.24; 4,680 3/4 5'/2 4.22 4,570 6114 4.86 5,645 Design Assumptions: 1.Single Anchor. 2,Tension load only. 3.Concrete determined to remain uncracked for the life of the anchorage. 4.Load combinations from ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2.as applicable(no seismic loading). 5.30%Dead Load(D)and 70%Live Load(L);Controlling load combination is 1.2 D+1,6L 6.Calculation of a based on weighted average:a= 1.28+1.6L=1.2(0.3)+1.6(0.7)=1.48 7,Normal weight concrete:f',.=2500 psi 8.ca,=c„zkco, 9.h=ah,,, 10.Values are for Condition B(Supplementary reinforcement in accordance with ACI 318-14 17.3.3 or ACI 318-11 D.4.3,as applicable,is- not provided). **Illustrative Procedure(reference Table 2 of this report): 'is"Titen FID with an Effective Embedment,hei=1.77" Step 1:Calculate Static Steel Strength in Tension per ACI 318-14 17.4.1 orAC1318-11 Section D.5.1,as applicable; eN44=0.65 x 10,890=7,078 lbs. Step 2:Calculate Static Concrete Breakout Strength in Tension per ACI 318-14 17.4.2 or ACI 318-11 Section 0.5.2,as applicable; 4 Na,=0.65 x 2,826=1,837 lbs. Step 3:Calculate Static Pullout Strength in Tension per ACI 318-14 17.4.3 or ACI 318-11 Section 0.5.3,as applicable;yi;,IVp,„ =0.65 x 2,700=1,755 lbs. Step 4:The controlling value(from Steps 1,2 and 3 above)per ACI 318-14 Section 17.3.1 or ACI 318 Section D.4.1,as applicable;qn 1,755 lbs. Step 5:Divide the controlling value by the conversion factor a per section 4.2.1 of this report: Tauo wan+e,aso=.01gn/a=1,755/1.48=1,185 lbs. TABLE 7—TITEN HD SCREW ANCHOR AND ROD HANGER IDENTIFICATION INFORMATION Anchor Size Catatag Number 1/4" THDB2SxxxxH 3. . TFIt)37xxxxH fiHD50xxxxK ffi/gM THDBe2xxxxH 2 1 4 " THD75xxxxH '4"Rod Hanger THD37212R.H '/2"Rod Hanger THD5O234RH • • ESR-2713 I Most Widely Accepted and Trusted Page 11 of 12 p... r1i a.. {�•x, a - RO O 0 u a w h h, D n a n a c ? ":. a O o. a 0 0 • FIGURE 1A TITEN HDX SCREW FIGURE 18 TITEN He ROD HANGER FIGURE 2 T'ITEN HD°SCREW ANCHOR ANCHOR INSTALLATION MIN.1' " MIN.3,000 PSI NORMAL OR MIN.V`n"TYP. ; SAND•LIQHTWEIGHT CONCRETE px .x•' Sy O 6.. II o = s ; a w # a .5 Y 9 d ':...t:-I—,...„, 9 `+Y'�? 1} • a� .n. 0Ob.✓i a_43Q b5,. •�... Cal f. . q :� ,a _ » ; °a UPPER « FLUTE MIN, MAX. " MIN.4W MfN:4 " 20 GAUGE STEEL DECK MIN.12"TYP, -04-4 MAX.1"OFFSET,TYR L{U ER FLUTIr FIGURE 3—INSTALLATION OF'44NCH AND 1/2-INCH DIAMETER ANCHORS IN THE SOFFIT OF CONCRETE-FILLED PROFILE STEEL DECK FLOOR AND ROOF ASSEMBLIES(LOWER FLUTE) (1 in=25.4 mm) MIN,2,000 PSI NORMAL OR MIN.S}W' 4 MIN.3/4"TYP• SAND-LIGHTWEIGHT CONCRETE L0 ... Q,o «zyT7r,' 44a u« • be a aapa44..0 a d»'nII« a .III. n it - <,t« ., 9 Q ;6 43' :6. `Q« . .e� .V � rV n - .nc, UPPER 0. a • FLUTE MIN. MAX 3" IMIN.4 "4 20 GAUGE a i MIN.411" SMTEEL ECK MAX.1"OFFSET,TYR r MIN.12"TYP, LOWER FLUTE FIGURE 4--INSTALLATION OF 34-INCH AND 1/2-INCH DIAMETER ANCHORS IN THE SOFFIT OF CONCRETE-FILLED PROFILE STEEL DECK FLOOR AND ROOF ASSEMBLIES(UPPER FLUTE) (1 In=25.4 mm) - ESR.2713 I Most Widely Accepted and Trusted Page 12 of 12 • mN RD SAND-LIGH1WEIGHT CONCRETE ws OR NORMAL-WEIGHT CONCRETE . ....... Be to! OVER STEEL DECK ...- hmie,deek=MIN,31/4' (MINIMUM 2,500 PSI) MIN,Ye TYR latitailitili 114 . . ( f c34, - -... a a.: = ' 4 ., • . 0 . 'I'* t' a t 0 • 0 0 4 0 • 10 . ° V .• 0••• ° ° g oc .. . a , . . 0 0 . . .. . ,,,„. . . . . ...., , „.. . . . . 0 . . 0 . 4 . . 0 . C , 4..•.. :: .4• 0 • . . 4. 0 4 • 4 • g . 6 -.6 . . . D. . a • . a a.. 0 ' * • • 0 . 0 •• 20 . 0 -q a !— 0t .., . - \MIN / . 1 •-,.., . ,::::, . ; Oa UPPER 0,a 0 7 20 GAUGE i I . * . s' FLUTE OM STEEL MIN.114" 1.4M.111 ...:1X1:0..1 MAX.Ve(+1-)OFFSET , 1-.4-- MIN 3W-----1.- ,j DECK FROM CENTER OF -MIN.2Ii"--10-1 LOWER FLUTE ----a., !..1.- MIN.6'TYR LOWER ' FLUTE FIGURE 5—INSTALLATION OF 3/8-INCH DIAMETER ANCHORS IN THE TOPSIDE,AND%-INCH DIAMETER ANCHORS IN THE SOFFIT OF CONCRETE FILLED PROFILE STEEL DECK FLOOR AND ROOF ASSEMBLIES (1 In r--25A mm) SAND-LIGHTWEIGHT CONCRETE I OR NORMAL-WEIGHT CONCRETE Ni OVER STEEL DECK hmirt deck=MIN.2W 4« Inn (MINIMUM 2,500 PSI) mampin (t ,, . i 0 * ,. \\'44k ° * 0 4 " 4 0 '':4 * ' : 4 ‘ 2 ii 0„43. •=, . .. , . 0 , 0 . . . , . _ 0 .. .. 0. 0 • • • • .• M • 0. ••••• . Q. . • • . 0 a 0 . • 0 00 .. • • • 00 0 v • *0 et 0 o CI a o o • 0* 43 ' . a • C) • ° a a . -f- a .. O. a * • . .0 „ ' . .. . - 71 ''''°*.. 7 a c, la * 2 20 GAUGE FLUTE STEEL MIN 1W 1 MIN. 13/4" i 1.4 Dr 1.4 'IVIIN.3W--- DECK ....-MIN.2W MIN.6TYP LOWER FLUTE FIGURE 6—INSTALLATION OF 1/4-INCH DIAMETER ANCHORS IN THE TOPSIDE OF CONCRETE-FILLED PROFILE STEEL DECK FLOOR AND ROOF ASSEMBLIES (1 in v.25.4 mm)